WMA Midland HVAC Drawings #1021 - Pages 9-15 (Structural).pdf

1. ALL WORK SHALL COMPLY WITH TITLE 24 OF THE CALIFORNIA CODE OF CALIFORNIA

BUILDING CODE, LATEST EDITION, AND ALL OTHER LOCAL OR STATE AGENCIES HAVING

JURISDICTION ON THIS PROJECT.

2. NEITHER THE PROFESSIONAL ACTIVITIES OF THE ENGINEER, NOR THE PRESENCE OF THE

ENGINEER OR THEIR EMPLOYEES AND SUBCONSULTANTS AT THE CONSTRUCTION SITE,

SHALL RELIEVE THE CONTRACTOR AND ANY OTHER ENTITY OF THEIR OBLIGATIONS,

DUTIES AND RESPONSIBILITIES INCLUDING BUT NOT LIMITED TO, CONSTRUCTION MEANS,

METHODS, SEQUENCE, TECHNIQUES OR PROCEDURES NECESSARY FOR PERFORMING,

SUPERINTENDING OR COORDINATING ALL PORTIONS OF THE CONSTRUCTION WORK IN

ACCORDANCE WITH THE CONTRACT DOCUMENTS AND ANY HEALTH OR SAFETY

PRECAUTIONS REQUIRED BY ANY REGULATORY AGENCIES. THE ENGINEER AND THEIR

PERSONNEL HAVE NO AUTHORITY TO EXERCISE ANY CONTROL OVER ANY

CONSTRUCTION CONTRACTOR OR OTHER ENTITY OR THEIR EMPLOYEES IN CONNECTION

WITH THEIR WORK OR ANY HEALTH OR SAFETY PRECAUTIONS. THE CONTRACTOR IS

SOLELY RESPONSIBLE FOR THE JOBSITE SAFETY. THE ENGINEER AND THE ENGINEER’S

CONSULTANTS SHALL BE MADE ADDITIONAL INSUREDS UNDER THE CONTRACTOR’S

GENERAL LIABILITY INSURANCE POLICY.

3. ALL DRAWINGS ARE CONSIDERED TO BE A PART OF THE CONTRACT DOCUMENTS. THE

GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR THE REVIEW AND COORDINATION

OF ALL DRAWINGS PRIOR TO THE START OF CONSTRUCTION. ANY DISCREPANCIES SHALL

BE BROUGHT TO THE ATTENTION OF THE ARCHITECT PRIOR TO THE START OF

CONSTRUCTION SO A CLARIFICATION CAN BE ISSUED. ANY WORK PERFORMED IN

CONFLICT WITH THE CONTRACT DOCUMENTS OR ANY CODE REQUIREMENTS SHALL BE

CORRECTED BY THE CONTRACTOR AT THEIR OWN EXPENSE AND AT NO EXPENSE TO THE

OWNER OR ARCHITECT.

4. ALL DIMENSIONS AND SITE CONDITIONS SHALL BE VERIFIED BY THE CONTRACTOR AT THE

JOBSITE PRIOR TO CONSTRUCTION, START OF SHOP DRAWINGS, START OF

CONSTRUCTION, AND/OR FABRICATION OF MATERIALS. IF DISCREPANCIES ARE

ENCOUNTERED, OR CONDITIONS DEVELOP THAT ARE NOT COVERED BY THE CONTRACT

DOCUMENTS, THE ARCHITECT SHALL BE NOTIFIED FOR CLARIFICATION.

5. CONTRACTOR SHALL PROVIDE AND BE RESPONSIBLE FOR THE PROTECTION AND REPAIR

OF ADJACENT EXISTING SURFACES AND AREAS WHICH MAY BE DAMAGED AS A RESULT

OF NEW WORK.

6. STRUCTURAL DRAWINGS INCLUDE DESIGN REQUIREMENTS AND DIMENSIONS FOR

STRUCTURAL INTEGRITY BUT DO NOT SHOW ALL DETAIL DIMENSIONS TO FIT INTRICATE

ARCHITECTURAL AND MECHANICAL DETAILS. CONTRACTOR SHALL SO CONSTRUCT THE

WORK SO IT WILL CONFORM TO THE CLEARANCES REQUIRED BY ARCHITECTURAL,

MECHANICAL AND ELECTRICAL DESIGN.

7. ALL SYMBOLS AND ABBREVIATIONS USED ON THE DRAWINGS ARE CONSIDERED TO BE

CONSTRUCTION STANDARDS. IF CLARIFICATION IS REQUIRED, THE CONTRACTOR SHALL

NOTIFY THE ARCHITECT PRIOR TO PROCEEDING WITH THE WORK.

8. DO NOT SCALE DRAWINGS. PRINTED DIMENSIONS HAVE PRECEDENCE OVER SCALED

DRAWINGS AND LARGE-SCALE OVER SMALL-SCALE DRAWINGS. CONTRACTOR TO

DETERMINE FINAL DIMENSION WITH ARCHITECT.

9. TYPICAL DETAILS SHALL APPLY TO SITUATIONS OCCURRING ON THE PROJECT THAT ARE

THE SAME OR SIMILAR TO THOSE SPECIFICALLY REFERENCED. WHERE NO DETAILS ARE

GIVEN, CONSTRUCTION SHALL BE AS SHOWN FOR SIMILAR WORK.

10. THE CONTRACT DOCUMENTS REPRESENT THE FINISHED STRUCTURE. THEY DO NOT

INDICATE THE METHOD OF CONSTRUCTION. THE CONTRACTOR SHALL PROVIDE ALL

MEASURES NECESSARY TO PROTECT THE STRUCTURE AND SAFETY OF WORKMEN

DURING CONSTRUCTION. SUCH MEASURES SHALL INCLUDE, BUT NOT BE LIMITED TO,

BRACING AND SHORING FOR LOADS DUE TO CONSTRUCTION EQUIPMENT, ETC.

OBSERVATION VISITS TO THE SITE BY THE ARCHITECT OR STRUCTURAL ENGINEER SHALL

NOT INCLUDE INSPECTION OR APPROVAL OF THE ABOVE ITEMS AND DOES NOT IN ANY

WAY RELIEVE THE CONTRACTOR OF THEIR RESPONSIBILITIES FOR THE ABOVE.

11. SEE ARCHITECTURAL, ELECTRICAL AND MECHANICAL DRAWINGS FOR DETAILS,

CONDITIONS, PITS, TRENCHES, PADS, DEPRESSIONS, ROOF/FLOOR OPENINGS, STAIRS,

SLEEVES, ITEMS TO BE EMBEDDED OR ATTACHED TO STRUCTURAL ELEMENTS, ETC., NOT

SHOWN ON THE STRUCTURAL DRAWINGS.

12. ESTABLISH AND VERIFY ALL OPENINGS AND INSERTS FOR MECHANICAL, ELECTRICAL AND

PLUMBING WITH APPROPRIATE TRADE CONTRACTORS. OPENING SIZES AND LOCATIONS

SHOWN FOR DUCTS, PIPE, INSERTS AND OTHER PENETRATIONS WHEN SHOWN ARE FOR

GENERAL INFORMATION ONLY AND SHALL BE VERIFIED PRIOR TO FORMING.

13. NO HOLES, NOTCHES, BLOCKOUTS, ETC. ARE ALLOWED IN STRUCTURAL ELEMENTS

UNLESS SPECIFICALLY DETAILED ON THE STRUCTURAL DRAWINGS OR APPROVED BY THE

STRUCTURAL ENGINEER.

14. BEFORE SUBMITTING A PROPOSAL FOR THIS WORK, EACH BIDDER SHALL VISIT THE

PREMISES AND BECOME FULLY ACQUAINTED WITH THE EXISTING CONDITIONS,

TEMPORARY CONSTRUCTION REQUIRED, QUANTITIES AND TYPE OF EQUIPMENT, ETC. THE

BID SHALL INCLUDE ALL SUMS REQUIRED TO DO THE WORK WITHIN THE EXISTING

CONDITIONS.

15. SHOP DRAWINGS SHALL BE REVIEWED AND COORDINATED PRIOR TO SUBMITTING TO THE

ARCHITECT. EACH SHOP DRAWING SUBMITTED SHALL BE STAMPED INDICATING REVIEW

BY THE CONSTRUCTION MANAGER/GENERAL CONTRACTOR AND REVIEW BY THE

ARCHITECT SHALL NOT BEGIN UNTIL THIS IS COMPLETE. WORK SHALL NOT BEGIN

WITHOUT REVIEW BY THE ARCHITECT/STRUCTURAL ENGINEER.

16. SHOP DRAWINGS SHALL BE REVIEWED BY THE ARCHITECT/STRUCTURAL ENGINEER FOR

GENERAL CONFORMANCE WITH DESIGN CONCEPT ONLY. NOTATIONS MADE BY THE

ARCHITECT/STRUCTURAL ENGINEER ON THE SHOP DRAWINGS DO NOT RELIEVE THE

CONTRACTOR FROM COMPLYING WITH THE REQUIREMENTS OF THE DRAWINGS.

17. ELEVATIONS ARE BASED ON THE FIRST FLOOR ELEVATION OF (+0'-0").

18. EXISTING CONDITIONS:

A. EXISTING STRUCTURAL INFORMATION SHOWN WAS OBTAINED FROM EXISTING

DRAWINGS DATED __________ BY __________________.

B. EXISTING STRUCTURAL INFORMATION SHOWN WAS OBTAINED FROM FIELD TAKE-OFF

BY IMEG AS PERMITTED BY ACCESS RESTRICTIONS DURING DESIGN.

C. ALL INFORMATION SHOWN ON THE DRAWINGS RELATIVE TO EXISTING CONDITIONS IS

GIVEN AS THE BEST PRESENT KNOWLEDGE. CONTRACTOR TO VERIFY EXISTING

INFORMATION, DIMENSIONS AND SIZES AS REQUIRED TO COMPLETE THEIR WORK.

WHERE ACTUAL CONDITIONS CONFLICT WITH THE DRAWINGS, THEY SHALL BE

REPORTED TO THE ARCHITECT OR STRUCTURAL ENGINEER SO PROPER

CLARIFICATION MAY BE MADE. MODIFICATION OF CONSTRUCTION DETAILS SHALL NOT

BE MADE WITHOUT WRITTEN APPROVAL OF THE ARCHITECT OR STRUCTURAL

ENGINEER.

19. EXISTING BUILDING MATERIAL PROPERTIES:

A. _____

GENERAL

1. STRUCTURE HAS BEEN DESIGNED TO COMPLY WITH:

IBC 2015

MICHIGAN BUILDING CODE

ASCE/SEI 7-10

ACI 318-11

ACI 530-11

AISC 360-10

AISC 341-10, INCLUDING SUPPLEMENTS

AWS D1.1

AISI S100

NDS-12 AND SDPWS-08

TMS 402/602-16

2. OCCUPANCY RISK CATEGORY III

3. SEISMIC:

SEISMIC DESIGN CATEGORY B

IMPORTANCE FACTOR 1.25

SOIL CLASSIFICATION PER

GEOTECHNICAL REPORT D

SS 0.09 g S1 0.04 g Sds 0.09 g Sd1 0.07 g

SEISMIC FORCE RESISTING SYSTEM ORDINARY MASONRY SHEAR WALLS

R 1.5

4. WIND:

BASIC WIND SPEED 120 MPH

IMPORTANCE FACTOR 1.0

EXPOSURE CLASS C

C&C DESIGN PRESSURE PER APPLICABLE BUILDING CODE SEE ___

5. LIVE LOADS:

TYPICAL ROOF 20 PSF (REDUCIBLE)

TYPICAL FLOOR 100 PSF (REDUCIBLE)

MECHANICAL 10 PSF (UNREDUCIBLE)

CORRIDORS, STAIR & PUBLIC AREAS 100 PSF (UNREDUCIBLE)

PARTITION LOAD 15 PSF (UNREDUCIBLE)

ELEVATOR MACHINE FLOOR 125 PSF (UNREDUCIBLE)

HANDRAILS MAX OF SIMULTANEOUS VERT AND HORIZ

THRUST 50 PLF APPLIED AT THE TOP OF THE

RAILING OR 200 LBS IN ANY DIRECTION

6. SNOW:

GROUND SNOW 25 PSF

SNOW EXPOSURE FACTOR 1.0

THERMAL FACTOR 1.0

IMPORTANCE FACTOR 1.1

FLAT-ROOF SNOW 22 PSF

DESIGN SNOW 22 PSF

RAIN-ON-SNOW SURCHARGE 5 PSF

DESIGN CRITERIA AND LOADS

1. WHERE THERE IS NOT SUFFICIENT SPACE FOR SLOPED EMBANKMENTS, SHORING

WILL BE REQUIRED. REFER TO CONTRACT DOCUMENTS.

2. REFER TO THE GEOTECHNICAL REPORT FOR INFORMATION REGARDING THE

DESIGN AND INSTALLATION OF THE SHORING. SHORING THAT IS NOT PART OF

THE PERMANENT BUILDING SUPPORT IS THE CONTRACTOR’S RESPONSIBILITY

AND OUTSIDE THIS PERMIT.

SHORING

LINTELS

1. PROVIDE LINTELS OVER ALL OPENINGS AND RECESSES IN MASONRY

CONSTRUCTION.

2. PENETRATIONS NOT IDENTIFIED ON THE DOCUMENTS ARE TO BE TREATED IN A

MANNER SIMILAR TO THE IDENTIFIED LOCATIONS. LINTELS OCCURRING IN

EXISTING BEARING WALLS ARE TO BE SIZED ACCORDING TO SIMILAR CONDITIONS

AND SPANS IN THE NEW CONSTRUCTION. LINTELS ARE NOT REQUIRED OVER

OPENINGS 12” WIDE OR LESS AND AT LEAST 1 COURSE BELOW THE TOP OF WALL.

3. LINTELS IN NON-BEARING MASONRY CAN BE SIZED PER THE FOLLOWING:

* ALL ANGLES THAT ARE BACK-TO-BACK SHALL BE WELDED TOP AND BOTTOM 3"

AT 12" OC MINIMUM.

4. ALL LINTELS SHALL HAVE A MINIMUM OF 8” END BEARING AND DO NOT REQUIRE

BEARING PLATES, UNO.

5. ALL LINTELS IN EXTERIOR WALL CONSTRUCTION SHALL BE HOT-DIP GALVANIZED,

UNO.

POST-INSTALLED ANCHORS

1. ANCHORS SERVING AS THE BASIS OF DESIGN ARE SHOWN ON THE DRAWINGS.

ACCEPTABLE ALTERNATIVE ANCHORS MAY BE SUPPLIED PROVIDED THE QUANTITY

AND CONFIGURATION MATCH THE CAPACITY OF THE DESIGN ANCHOR QUANTITY

AND CONFIGURATION. ANY ALTERNATES ARE TO BE SUBMITTED TO THE

STRUCTURAL ENGINEER FOR REVIEW. INSTALL IN ACCORDANCE WITH

MANUFACTURER’S WRITTEN INSTRUCTIONS. BELOW SUMMARIZES EACH ANCHOR

TYPE USED ON THE PROJECT.

2. MECHANICAL ANCHORS:

EXPANSION ANCHORS

THREADED SCREW ANCHORS

3. ADHESIVE ANCHORS: SHALL CONSIST OF DEFORMED REINFORCING BARS OR

ASTM A193 GRADE B7 RODS, HEAVY DUTY NUTS AND WASHERS AND A TWO

COMPONENT STRUCTURAL ADHESIVE. WHERE ANCHORING INTO HOLLOW

MASONRY, A SCREEN TUBE SHALL BE PROVIDED.

4. CRACKED CONCRETE REPRESENTS ALL CONCRETE FOR PROJECTS LOCATED IN

SEISMIC DESIGN CATEGORY C OR HIGHER, TENSILE ZONES SUCH AS BOTTOMS OF

BEAMS AND SLABS, OR WHERE NOTED ON THE DRAWINGS.

SPAN, L

0'-0" < L < 2'-0"

STEEL OPTION (FOR

EACH 4" OF MASONRY

WIDTH)*

5/16" PLATE

MASONRY BOND BEAM OPTIONS

8" DEEP WITH

(1) #4

6" BLOCK 8" BLOCK 10" BLOCK

8" DEEP WITH

(1) #4

8" DEEP WITH

(1) #5

2'-0" < L < 4'-0" L3 1/2x3 1/2x1/4

8" DEEP WITH

(1) #4

8" DEEP WITH

(1) #4

8" DEEP WITH

(1) #5

4'-0" < L < 6'-0" L4x3 1/2x5/16 (LLV)

12" DEEP WITH

(1) #4

12" DEEP WITH

(1) #5

12" DEEP WITH

(2) #5

6'-0" < L < 8'-0" L5x3 1/2x5/16 (LLV)

12" DEEP WITH

(1) #5

12" DEEP WITH

(2) #5

12" DEEP WITH

(2) #5

8'-0" < L < 10'-0" L6x3 1/2x3/8 (LLV)

16" DEEP WITH

(1) #5

16" DEEP WITH

(2) #5

16" DEEP WITH

(2) #5

ANCHORED

INTO

GROUTED

MASONRY

BASIS OF DESIGN ACCEPTABLE ALTERNATES

HILTI KWIK BOLT 3 [ESR-1385]

DEWALT POWER STUD+ SD1 [ESR-2966]

SIMPSON WEDGE-ALL [ESR-1396]

UNCRACKED

CONCRETE

HILTI KWIK BOLT 3 [ESR-2302]

DEWALT POWER STUD+ SD2 [ESR-2502]

RED HEAD TRUBOLT+ [ESR-2427]

SIMPSON STRONG BOLT 2 [ESR-3037]

CRACKED

CONCRETE

HILTI KWIK BOLT TZ [ESR-1917]

DEWALT POWER STUD+ SD2 [ESR-2502]

RED HEAD TRUBOLT+ [ESR-2427]

SIMPSON STRONG BOLT 2 [ESR-3037]

ANCHORED

INTO

GROUTED

MASONRY

BASIS OF DESIGN ACCEPTABLE ALTERNATES

HILTI KWIK HUS-EZ [ESR-3056]

DEWALT WEDGE-BOLT+ [ESR-1678]

SIMPSON TITEN HD [ESR-1056]

UNCRACKED

CONCRETE

HILTI KWIK HUS-EZ [ESR-3027]

DEWALT POWER SCREW-BOLT+ [ESR-3889]

SIMPSON TITEN HD [ESR-2713]

CRACKED

CONCRETE

DEWALT POWER SCREW-BOLT+ [ESR-3889]

SIMPSON TITEN HD [ESR-2713]

HILTI KWIK HUS-EZ [ESR-3027]

ANCHORED

INTO

HOLLOW

MASONRY

BASIS OF DESIGN ACCEPTABLE ALTERNATES

HILTI HIT-HY 270 [ESR-4143]

DEWALT AC 100+ GOLD [ESR-3200]

SIMPSON SET-XP [ESR-0265]

GROUTED

MASONRY

DEWALT AC 100+ GOLD [ESR-3200]

RED HEAD A7 ACRYLIC [ESR-3951]

SIMPSON SET-XP [ESR-0265]

CONCRETE

DEWALT AC 200+ [ESR-4027]

SIMPSON SET-3G [ESR-4057]

HILTI HIT-HY 270 [ESR-4143]

HILTI HIT-HY 200 [ESR-3187]

CAST-IN-PLACE CONCRETE

1. ALL CONCRETE WORK SHALL CONFORM TO THE AMERICAN CONCRETE INSTITUTE

PUBLICATIONS: ACI 117, ACI 301, ACI 305.1, ACI 306.1, ACI 308.1, ACI 318 AND SP-066, UNO.

2. CONCRETE MATERIALS SHALL CONFORM TO:

CEMENT ASTM C150, TYPE I OR II

FLY ASH ASTM C618, TYPE C OR F

FINE AND COARSE AGGREGATE ASTM C33

LIGHTWEIGHT AGGREGATE ASTM C330

WATER POTABLE

AIR-ENTRAINING ADMIXTURE ASTM C260

WATER-REDUCING ADMIXTURE ASTM C494

3. CONCRETE STRENGTHS SHALL CONFORM TO:

4. LIGHTWEIGHT CONCRETE SHALL HAVE A DRY DENSITY OF 107-116 PCF.

5. DRYPACK SHALL BE 1:3-1/2 PORTLAND CEMENT TO SAND WITH A MINIMUM 28-DAY

STRENGTH OF 7000 PSI.

6. GROUT SHALL BE 1:3:2 PORTLAND CEMENT TO SAND TO PEA GRAVEL WITH A

MINIMUM 28-DAY STRENGTH OF 7000 PSI.

7. CROSS REFERENCE ARCHITECTURAL AND STRUCTURAL DRAWINGS TO ASSURE

PROPER DIMENSIONS AND PLACEMENT OF ALL ANCHOR BOLTS, INSERTS,

NOTCHES, EDGES OF WALLS/GRADE BEAMS AND PIERS.

8. UNO, ALL FOOTINGS SHALL BE CENTERED UNDER WALLS, PIERS OR COLUMNS.

9. PROVIDE SLEEVES FOR PLUMBING AND ELECTRICAL PENETRATIONS THROUGH

CONCRETE BEFORE PLACING. SECURE SUCH SLEEVES TO PREVENT MOVEMENT

DURING PLACING OPERATIONS. REFER TO MECHANICAL AND ELECTRICAL

DRAWINGS FOR LOCATIONS OF PENETRATIONS.

10. CORE DRILLING CONCRETE IS NOT PERMITTED UNLESS NOTED OTHERWISE OR

APPROVED IN WRITING BY THE ARCHITECT. NOTIFY THE ARCHITECT IN ADVANCE

OF CONDITIONS NOT SHOWN ON THE DRAWINGS.

11. THE OUTSIDE DIAMETER OF EMBEDDED CONDUIT OR PIPE SHALL NOT EXCEED 1/3

OF THE STRUCTURAL SLAB THICKNESS, INCLUDING AT CROSS-OVERS, AND SHALL

BE PLACED BETWEEN THE TOP AND BOTTOM REINFORCING WITH A MINIMUM 3”

CLEAR COVER. CONDUIT OR PIPE RUNNING PARALLEL TO EACH OTHER SHALL BE

SPACED AT LEAST 8” APART AND NO MORE THAN 2 RUNS STACKED VERTICALLY IN

THE SLAB. CONDUIT OR PIPE SHALL NOT BE EMBEDDED IN SLAB THICKNESSES

LESS THAN 6 INCHES.

12. DO NOT PLACE PIPES, DUCTS, REGLETS OR CHASES IN STRUCTURAL CONCRETE

WITHOUT APPROVAL OF THE STRUCTURAL ENGINEER THROUGH THE ARCHITECT.

13. NO ALUMINUM SHALL BE ALLOWED IN THE CONCRETE WORK UNLESS COATED TO

PREVENT ALUMINUM-CONCRETE REACTION.

14. PROJECTING CORNERS OF BEAMS, WALLS, COLUMNS, ETC., SHALL BE FORMED

WITH A 3/4 INCH CHAMFER, UNLESS NOTED OTHERWISE ON ARCHITECTURAL

DRAWINGS.

15. INTERNALLY VIBRATE ALL CAST-IN-PLACE CONCRETE EXCEPT SLABS-ON-GRADE

WHICH NEED ONLY BE VIBRATED AROUND UNDER FLOOR DUCTS AND OTHER

EMBEDDED ITEMS. VIBRATE TOPS OF COLUMNS.

16. CONCRETE SHALL NOT BE PERMITTED TO DROP MORE THAN 5 FEET.

17. CONCRETE SLABS SHALL BE CURED BY KEEPING CONTINUOUSLY WET FOR 7

DAYS. FORMS FOR CONCRETE WALLS SHALL BE LEFT IN PLACE FOR 7 DAYS OR

MAY BE STRIPPED AFTER 3 DAYS AND COATED WITH AN APPROVED CURING

COMPOUND.

18. NO CONCRETE SHALL BE PLACED ONTO OR AGAINST SUBGRADES CONTAINING

FREE WATER, FROST, ICE OR SNOW.

19. THE CONCRETE CONTRACTOR SHALL FURNISH MIX DESIGN SHOP DRAWINGS FOR

REVIEW.

INTENDED USE

28-DAY STRENGTH

(PSI)

MAX W/C

RATIO

A/E SLUMP

FOUNDATIONS 4000 0.45 5-8% 1"-4"

33533 W. Twelve Mile Rd.

Farmington Hills, Michigan 48331

(248) 932-3088

(248) 932-2010

Waterford Montessori Academy Midland Campus HVAC Improvements

Project. No. 1021

Bidding / For Permits: 12 July, 2021

S10

Structural General Notes

EPOXY ANCHORS

1. INTENDED FOR USE WITH REINFORCING BARS AND THREADED RODS.

2. ALL EPOXY ON THE JOB, UNLESS OTHERWISE NOTED, SHALL BE “SET-3G” AS

MANUFACTURED BY SIMPSON STRONG-TIE [ICC ESR-4057] OR APPROVED EQUIVALENT.

3. WORKERS SHALL BE CERTIFIED FOR ANCHOR INSTALLATION EQUIPMENT AND

PROCEDURES USING THEIR EPOXY.

4. CONTINUOUS INSPECTION IS REQUIRED FOR INSTALLATION OF REBAR OR THREADED

RODS.

5. FOR REQUIRED HOLES, THE DIAMETERS SHALL BE PER MANUFACTURER’S

REQUIREMENTS. MINIMUM HOLE LENGTH SHALL BE PER STRUCTURAL DRAWINGS, OR

PER THE ICC MINIMUM (FOR MAXIMUM TENSION) IF NOT SHOWN.

6. FOR HORIZONTAL HOLES COMPLETELY THROUGH WALLS OR BEAMS AND FOR TIES

AROUND COLUMNS, PROVIDE A DAM AT ONE END, FLOOD WITH EPOXY AND DAM THE

OTHER SIDE. VIBRATE TIES TO ENSURE FULL COVERAGE. REMOVE DAMS ONCE FLUID

EPOXY HAS SET. FILL ANY VOIDS WITH ADDITIONAL EPOXY.

STEEL

1. STRUCTURAL STEEL SHALL BE DETAILED IN ACCORDANCE WITH THE AMERICAN

INSTITUTE OF STEEL CONSTRUCTION (AISC) “DETAILING FOR STEEL

CONSTRUCTION” AND FABRICATED AND ERECTED IN ACCORDANCE WITH THE

“SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS”.

2. STRUCTURAL STEEL SHALL CONFORM TO ASTM STANDARDS AS NOTED BELOW:

WIDE FLANGE SHAPES ASTM A992 Fy = 50 KSI OTHER ROLLED SHAPES ASTM A36 Fy = 36 KSI PIPE SECTIONS ASTM A53, GR B Fy = 35 KSI HSS SECTIONS, ROUND ASTM A500, GR C Fy = 46 KSI HSS SECTIONS, SQ/RECT ASTM A500, GR B Fy = 46 KSI BASE AND CONNECTION PLATES ASTM A36 A572 Fy = 36 50 KSI ANCHOR RODS ASTM F1554, GR 36 55 Fy = 36 55 KSI HIGH STRENGTH BOLTS ASTM F3125, GR A325 Fv = 120 KSI HIGH STRENGTH BOLTS ASTM F3125, GR A490 Fv = 150 KSI HIGH STRENGTH TWIST-OFF BOLTS ASTM F3125, GR F1852 Fv = 120 KSI HIGH STRENGTH TWIST-OFF BOLTS ASTM F3125, GR F2280 Fv = 150 KSI

HEAVY HEX NUTS ASTM A563

WASHERS ASTM F436

HEADED STUDS ASTM A108, TYPE B

ELECTRODES FOR ARC WELDING AWS 5.1, E70XX

3. HIGH STRENGTH BOLTS SHALL BE INSTALLED IN ACCORDANCE WITH AISC

“SPECIFICATIONS FOR STRUCTURAL JOINTS USING HIGH-STRENGTH BOLTS”.

REFER TO DETAILS FOR BOLT SIZE AND MATERIAL ASTM DESIGNATION.

4. USE TENSION-CONTROL, “TWIST-OFF”, BOLTS FOR ALL HIGH STRENGTH BOLTS

REQUIRING FULL TENSION AS INDICATED ON THE DRAWINGS.

5. ALL HIGH STRENGTH BOLTS SHALL CONFORM TO ASTM F3125, GRADE A325N, UNO.

FOR ALL DRAG STRUT BOLTS, HIGH STRENGTH BOLTS SHALL CONFORM TO ASTM

F3125, GRADE A490SC.

6. ALL BOLTED CONNECTIONS SHALL BE BEARING TYPE, UNLESS NOTED

OTHERWISE.

7. STANDARD BOLT HOLES IN STEEL SHALL BE 1/16 INCH LARGER IN DIAMETER THAN

NOMINAL SIZE OF BOLT USED, UNO.

8. BOLTS IN SLOTTED HOLES SHALL BE LOCATED IN THE CENTER OF THE HOLE

AFTER FIELD ASSEMBLY IS COMPLETE, UNLESS DETAILED OTHERWISE.

9. ALL WELDS SHALL CONFORM TO THE AMERICAN WELDING SOCIETY “STRUCTURAL

WELDING CODE - STEEL” (AWS D1.1), “STRUCTURAL WELDING CODE - SEISMIC

SUPPLEMENT” (AWS D1.8), AND BE MADE WITH APPROVED ELECTRODES.

10. WELD LENGTHS INDICATED ON THE DRAWINGS ARE THE NET EFFECTIVE LENGTH

REQUIRED.

11. ALL WELDING OF STRUCTURAL STEEL SHALL BE PERFORMED BY CERTIFIED

WELDERS WITH EXPERIENCE AND CERTIFICATION IN THE TYPES OF WELDING

CALLED FOR. WELDERS SHALL HAVE BEEN RECENTLY QUALIFIED AS PRESCRIBED

IN “QUALIFICATION PROCEDURES” OF THE AMERICAN WELDING SOCIETY (AWS).

12. FIELD CONNECTIONS SHALL BE WELDED OR BOLTED. SHOP CONNECTIONS SHALL

BE WELDED, UNO. WELDS INDICATED WITH A SHOP WELD SYMBOL MAY BE MADE

IN THE FIELD WITH THE APPROVAL OF THE STRUCTURAL ENGINEER. LOCATIONS

OF ALL FIELD WELDS SHALL BE CLEARLY SHOWN ON THE SHOP DRAWINGS.

WELDS SHALL BE DESIGNED TO BE FULLY EQUIVALENT IN STRENGTH TO BOLTED

CONNECTIONS DETAILED TO MINIMIZE BENDING IN THE CONNECTION.

13. ALL STEEL EXPOSED TO WEATHER SHALL BE HOT-DIP GALVANIZED AFTER

FABRICATION. ABRADED AREAS TO BE TOUCHED UP WITH GALVALOY. ALL

HOLLOW SECTIONS SHALL HAVE WELDED CAP PLATES TO SEAL EXPOSED ENDS.

14. PROVIDE ONE SHOP COAT OF PAINT ON STRUCTURAL STEEL EXPOSED TO PUBLIC

VIEW ONLY.

15. REFER TO DRAWINGS FOR DETAIL OF DECK OPENINGS. REFER TO

ARCHITECTURAL, MECHANICAL, AND ELECTRICAL DRAWINGS, ETC. FOR EXACT

SIZE, LOCATION, AND COUNT OF REQUIRED OPENINGS.

16. CUTS, HOLES, OPENINGS, ETC., REQUIRED IN STRUCTURAL STEEL MEMBERS FOR

THE WORK OF OTHER TRADES SHALL BE SHOWN ON THE SHOP DRAWINGS.

BURNING OF HOLES AND CUTS IN THE FIELD SHALL NOT BE ALLOWED, EXCEPT BY

WRITTEN AUTHORIZATION FROM THE STRUCTURAL ENGINEER. NO HOLES SHALL

BE CUT IN STRUCTURAL STEEL BY OTHER TRADES UNLESS SHOWN ON

STRUCTURAL DRAWINGS OR APPROVED IN WRITING BY THE STRUCTURAL

ENGINEER.

17. FURNISH AND INSTALL MISCELLANEOUS STEEL (CURBS, HANGERS, EXPANSION

JOINT ANGLES, STRUTS, ETC.) AS CALLED FOR OR AS NECESSARY PER

ARCHITECTURAL AND MECHANICAL/ELECTRICAL DRAWINGS.

18. NON-SHRINK GROUT FOR BASE AND BEARING PLATES SHALL BE A PRE-MIXED,

NON-METALLIC, NON-CORROSIVE, NON-STAINING PRODUCT CONTAINING

SELECTED SILICA SAND, PORTLAND CEMENT, SHRINKAGE COMPENSATING

AGENTS AND PLASTICIZING/WATER REDUCING AGENTS. MINIMUM COMPRESSIVE

STRENGTH AT 28 DAYS SHALL BE 7000 PSI.

19. THE STRUCTURAL STEEL FABRICATOR SHALL FURNISH SHOP DRAWINGS OF ALL

STRUCTURAL STEEL FOR ARCHITECT/STRUCTURAL ENGINEER’S REVIEW BEFORE

FABRICATION.

33533 W. Twelve Mile Rd.

Farmington Hills, Michigan 48331

(248) 932-3088

(248) 932-2010

Waterford Montessori Academy Midland Campus HVAC Improvements

Project. No. 1021

Bidding / For Permits: 12 July, 2021

S11

WOOD

1. SHEATHING

A. SHALL CONFORM TO:

ROOF SHEATHING, FLAT 3/4" THICK PRESSURE TREATED

B. REFER TO TYPICAL DETAILS AND WALL SCHEDULES FOR FASTENING

REQUIREMENTS. WHERE NOT NOTED, PROVIDE 6d NAILS AT 6” OC ALONG ALL

EDGES AND AT 12” OC AT INTERMEDIATE SUPPORTS.

C. ALL SHEATHING WHICH IS EXPOSED TO OUTDOOR APPLICATIONS SHALL BE

EXTERIOR TYPE. SHEATHING EXPOSED TO WEATHER ONLY DURING

CONSTRUCTION SHALL BE EXPOSURE 1. ALL WOOD STRUCTURAL PANELS SHALL

CONFORM TO 2303.1.4 AND WHEN USED IN HORIZONTAL DIAPHRAGM AND

VERTICAL SHEAR WALLS SHALL BE FIVE-PLY MINIMUM.

D. FLOOR SHEATHING SHALL BE GLUED TO ALL SUPPORTING MEMBERS WITH AN

ELASTOMERIC ADHESIVE CONFORMING TO ASTM D3498.

E. WHERE ORIENTED STRAND BOARD SHEATHING IS USED HORIZONTALLY, REMOVE

AND REPLACE IF SHEATHING REMAINS WET FOR EXTENDED PERIODS OF TIME

WHEREBY REDUCING THE STIFFNESS.

2. DIMENSIONAL LUMBER

A. FRAMING SHALL BE DOUGLAS FIR (LARCH), HEM FIR, SPRUCE PINE FIR OR

SOUTHERN PINE:

BEARING/EXTERIOR WALL STUDS #2 OR BETTER

B. COMPLY WITH ANSI/AWC NATIONAL DESIGN SPECIFICATION (NDS) FOR WOOD

CONSTRUCTION.

C. ALL LUMBER STRESSES SHOWN ABOVE ARE FOR VISUALLY STRESS-RATED

LUMBER USED AT 19% MAXIMUM MOISTURE CONTENT, SINGLE MEMBER USE. ALL

LUMBER SHALL BE GRADE MARKED.

D. PROVIDE A MINIMUM OF 3” OF BEARING.

E. DOUBLE UP FLOOR JOISTS UNDER ALL PARTITIONS.

F. PROVIDE METAL OR 1x3 WOOD CROSS BRACING AT 8 FT ON CENTER WHEN JOIST

DEPTH-TO-THICKNESS RATIO EXCEEDS 6:1.

G. PROVIDE 2x SOLID BLOCKING AT JOIST SUPPORTS EXCEPT WHERE THE JOIST

ENDS ARE SUPPORTED BY JOIST HANGERS.

H. ADD JOISTS WHEN CONCENTRATED LOAD EXCEEDS 100 LBS, MAXIMUM

CONCENTRATED LOAD.

I. OPENINGS NOT IDENTIFIED ARE TO BE TREATED AS FOLLOWS:

1) WHERE OPENING FITS BETWEEN JOISTS, FRAME WITH LUMBER EQUALING

THE NOMINAL DIMENSIONS OF THE EXISTING JOISTS.

2) WHERE OPENING CUTS ONE JOIST, FRAME WITH LUMBER EQUALING THE

NOMINAL DIMENSIONS OF THE EXISTING JOISTS. USE THIS FRAMING AS A

HEADER FOR THE INTERRUPTED JOIST. FOR EACH JOIST BYPASSING THE

OPENING, CUT AND SISTER A NEW JOIST. USE 1/2”ø LAG SCREWS AT 12” OC TO

SISTER JOISTS TOGETHER. PENETRATIONS WHERE MORE THAN ONE JOIST IS

CUT TO BE REVIEWED BY SEOR.

3. MANUFACTURED WOOD PRODUCTS

A. STRENGTHS SHALL CONFORM TO:

WOOD I-JOIST (BASIS OF DESIGN) _____ [ICC ESR-####]

LAMINATED VENEER LUMBER (LVL) Fb = 2600 PSI E = 1900 KSI

[ICC ESR-####]

PARALLEL STRAND LUMBER (PSL) Fb = 2900 PSI E = 2000 KSI

[ICC ESR-####]

B. I-JOIST, IF STORED PRIOR TO ERECTION, SHALL BE STORED IN A VERTICAL

POSITION.

C. I-JOISTS SHALL HAVE ERECTION BRACING TO KEEP THE JOIST STRAIGHT, TRUE

AND PLUMB, AS REQUIRED AND TO ASSURE ADEQUATE LATERAL SUPPORT FOR

THE INDIVIDUAL JOIST AND THE ENTIRE SYSTEM UNTIL THE SHEATHING MATERIAL

HAS BEEN APPLIED.

D. LATERAL SUPPORT SHALL BE PROVIDED AT ALL BEARING LOCATIONS. FOR JOIST

SPANS GREATER THAN 16’-0”, ONE ROW OF BRIDGING OR FULL DEPTH BLOCKING

SHALL BE INSTALLED AT MIDSPAN.

E. NOTCHES AND HOLES IN I-JOISTS ARE ONLY ALLOWED AS DETAILED OR

APPROVED BY THE STRUCTURAL ENGINEER.

F. DO NOT NAIL PARALLEL TO GLUE LINE LAMINATIONS ON THE NARROW FACE OF AN

I-JOIST TOP/BOTTOM CHORD.

G. REFER TO MANUFACTURER REQUIREMENTS FOR LVL MINIMUM BEARING

LENGTHS.

H. LVL BEAMS SHALL BE LATERALLY SUPPORTED AT ALL POINTS OF BEARING. SIDE

MOUNTED JOIST HANGERS, NAILING TO SHOULDER STUDS AND NAILING

SHEATHING TO LVL WILL SATISFY THIS REQUIREMENT.

I. NAILS INSTALLED PARALLEL TO THE GLUE LINES ON THE NARROW FACE SHALL

NOT BE SPACED CLOSER THAN 4” FOR 10d NAILS OR 3” FOR 8d.

J. NAILS INSTALLED PERPENDICULAR TO THE GLUE LINES ON THE WIDE FACE SHALL

BE INSTALLED IN ACCORDANCE WITH THE BUILDING CODE. ASSEMBLE LVL BEAMS

WITH A MINIMUM OF (3) 10d NAILS PER FOOT, FULLY PENETRATING EACH PIECE, UNO.

K. NOTCHING OR DRILLED HOLES IN LVL MEMBERS NOT PREVIOUSLY APPROVED BY

THE MANUFACTURER SHALL NOT BE PERMITTED.

L. CONTRACTOR SHALL BE RESPONSIBLE FOR PROPER INSTALLATION PER DETAILED

INSTALLATION SUGGESTIONS AND GUIDELINES OF THE MANUFACTURER.

M. ALL FRAMING HARDWARE MUST BE THE TYPE SPECIFIED FOR THE PRODUCT AND

APPROVED BY THE MANUFACTURER FOR INSTALLATION.

4. FASTENING

A. ALL NAILS SHALL BE COMMON WIRE NAILS. AT ALL EXPOSED NAILING TO

WEATHER, (IE-DECKING & SIDING), USE HOT-DIPPED GALVANIZED NAILS. USE OF

PLASTIC COATED OR CASING NAILS IS NOT ALLOWED. NAIL DESIGNATIONS SHALL

MEET THE FOLLOWING LENGTHS AND DIAMETERS:

6d 2" x 0.113" 12d 3 1/4" x 0.148" 8d 2 1/2" x 0.131" 16d 3 1/2" x 0.162" 10d 3" x 0.148" 20d 4" x 0.192"

B. THE NUMBER AND SIZE OF NAILS CONNECTING WOOD MEMBERS SHALL NOT BE

LESS THAN THE FOLLOWING:

STRUCTURAL TESTS AND INSPECTION

1. UNLESS NOTED, MATERIALS SHALL CONFORM AND TESTS AND INSPECTIONS

SHALL BE PERFORMED BY THE INSPECTION AGENCY WHO IS APPROVED THE

ARCHITECT AND THE STRUCTURAL ENGINEER. CONTINUOUS AND PERIODIC

TESTING AND INSPECTION SHALL CONFORM TO IBC CHAPTER 17, AND AS

FOLLOWS:

A. DRIVEN DEEP FOUNDATIONS 1704.8 1705.7

B. CAST-IN-PLACE DEEP FOUNDATIONS 1704.9 1705.8

C. HELICAL PILE FOUNDATIONS 1704.10 1705.9

D. CONCRETE CONSTRUCTION 1704.4 1705.3

E. MASONRY CONSTRUCTION 1704.5 1705.4

F. STEEL CONSTRUCTION 1704.3 1705.2 CHAPTER N OF AISC 360

G. WOOD CONSTRUCTION 1704.6 1705.5

H. SOILS 1704.7 1705.6

I. WIND RESISTANCE 1705.10 1705.11

J. SEISMIC RESISTANCE 1705.11, 1705.12 1705.12, 1705.13

2. REFER TO ARCHITECTURAL, CIVIL, MECHANICAL, PLUMBING AND ELECTRICAL

DRAWINGS OR SPECIFICATIONS FOR TESTING AND INSPECTION REQUIREMENTS

OF NON-STRUCTURAL COMPONENTS.

3. DUTIES OF THE INSPECTION AGENCY PER IBC CHAPTER 17:

A. SUBMIT A PROPOSED TESTING AND INSPECTION PROGRAM TO THE OWNER,

THE ARCHITECT AND THE STRUCTURAL ENGINEER FOR REVIEW AND

APPROVAL AT LEAST TWO WEEKS PRIOR TO COMMENCEMENT OF WORK.

B. PERFORM ALL TESTING AND INSPECTION REQUIRED PER APPROVED TESTING

AND INSPECTION PROGRAM.

C. FURNISH INSPECTION REPORT TO THE BUILDING OFFICIAL, THE OWNER, THE

ARCHITECT, STRUCTURAL ENGINEER AND THE GENERAL CONTRACTOR. THE

REPORTS SHALL BE COMPLETED AND FURNISHED WITHIN 48 HOURS OF

INSPECTED WORK.

D. SUBMIT A FINAL SIGNED REPORT STATING WHETHER THE WORK REQUIRING

SPECIAL INSPECTION WAS, TO THE BEST OF THE SPECIAL INSPECTION

AGENCY’S KNOWLEDGE, IN CONFORMANCE WITH THE APPROVED PLANS AND

SPECIFICATIONS.

CONNECTION

JOIST TO SILL, TOP PLATE OR GIRDER

BRIDGING OR BLOCKING BETWEEN JOISTS

OR TRUSSES NOT AT WALL TOP PLATE

FASTENING

(3) 8d TOENAILS

SILL PLATE TO JOIST, RIM JOIST OR BLOCKING

TOP PLATE TO 2x STUD AND STUD TO SILL PLATE

TOP PLATE TO 3x STUD AND STUD TO SILL PLATE

2x STUD TO TOP OR SILL PLATE

(2) 8d TOENAILS, EACH END OR (2) 16d END NAILS

16d @ 16" OC, FACE NAIL

(2) 16d END NAILS

(3) 16d END NAILS

(4) 8d TOENAILS OR

(2) 16d END NAILS

3x STUD TO SOLE PLATE

(6) 8d TOENAILS OR

(3) 16d END NAILS

STUD TO STUD 16d @ 24" OC, FACE NAIL

DOUBLE TOP PLATES 16d @ 16" OC, FACE NAIL

DOUBLE TOP PLATES, LAP SPLICE (12) 16d EACH SIDE OF SPLICE

BLOCKING BETWEEN JOISTS OR RAFTERS TO TOP PLATE (3) 8d TOENAILS

RIM JOIST TO TOP PLATE OR FRAMING BELOW 8d @ 6" OC, TOENAIL

JOIST TO RIM JOIST (3) 16d END NAILS

TOP PLATE LAPS AT CORNERS AND INTERSECTIONS (2) 16d, FACE NAIL

BUILT-UP HEADER 16d @ 16" OC ALONG EACH EDGE

CEILING JOIST TO TOP PLATE (3) 8d TOENAILS

CONTINUOUS HEADER TO STUD (4) 8d, TOENAIL

CEILING JOIST, LAPS OVER PARTITIONS (3) 16d FACE NAILS

CEILING JOISTS TO PARALLEL RAFTERS REFER TO TABLE 2308.7.3.1

RAFTER OR ROOF TRUSS TO PLATE (3) 10d TOENAILS

BUILT-UP CORNER STUDS 16d @ 24" OC

BUILT-UP GIRDERS AND BEAMS, 2x LUMBER LAYERS

20d FACE NAILS @ 32" OC ALONG

TOP AND BOTTOM, STAGGERED

OPPOSITE SIDES, AND (2) 20d AT

ENDS AND AT EACH SPLICE

FLAT BLOCKING TO TRUSS AND WEB FILLER 16d @ 16" OC, FACE NAIL

MULTI-PLY LAMINATED VENEER LUMBER (LVL) PER MANUF RECOMMENDATIONS

A. PILOT HOLES SHALL BE PROVIDED FOR ALL NAILS 20d AND LARGER. PILOT HOLES

SHALL HAVE A DIAMETER OF APPROXIMATELY 75% OF THE NAIL SHANK DIAMETER.

B. USE OF MACHINE NAILING IS SUBJECT TO A SATISFACTORY JOBSITE

DEMONSTRATION AND THE APPROVAL OF THE ARCHITECT/STRUCTURAL

ENGINEER AND IS SUBJECT TO CONTINUED SATISFACTORY PERFORMANCE.

MACHINE NAILING IS NOT ALLOWED FOR 5/16” SHEATHING. IF THE NAIL HEADS

PENETRATE MORE THAN WOULD BE NORMAL FOR A HANDHELD HAMMER, OR IF

MINIMUM ALLOWABLE EDGE DISTANCES ARE NOT MAINTAINED, THE

PERFORMANCE WILL BE DEEMED UNSATISFACTORY AND MACHINE NAILING WILL

BE DISCONTINUED.

C. ALL BOLTED WOOD CONNECTIONS SHALL BE MADE WITH BOLTS CONFORMING TO

THE REQUIREMENTS OF ANSI/ASME B18.2.6. BOLT HOLES SHALL BE 1/32” TO 1/16”

LARGER THAN THE BOLT. FORCIBLE DRIVING OF BOLTS IS NOT ALLOWED.

RETIGHTEN ALL BOLTS BEFORE CLOSING-IN.

D. USE STANDARD CUT WASHERS BETWEEN THE BOLT HEADS, BOLT NUTS AND LAG

SCREW HEADS AND WOOD FRAMING.

E. ALL WOOD CONNECTIONS MADE WITH LAG SCREWS SHALL BE MADE WITH

SCREWS CONFORMING TO THE REQUIREMENTS OF ANSI/ASME B18.2.6. LEAD

HOLES FOR THE SHANK SHALL HAVE THE SAME DIAMETER AS THE SHANK AND

THE SAME DEPTH AS THE LENGTH OF UNTHREADED SHANK. THE LEAD HOLE FOR

THE THREADED PORTION SHALL HAVE A DIAMETER EQUAL TO 60-75% OF THE

THREADED PORTION.

F. METAL FRAMING CONNECTORS NOTED ON THE DRAWINGS USE SIMPSON

STRONG-TIE AS BASIS OF DESIGN, UNLESS NOTED OTHERWISE. SUBSTITUTIONS

OF ALTERNATE CONNECTOR MANUFACTURERS WILL BE ACCEPTABLE AS LONG AS

LOAD CAPACITIES ARE MET OR EXCEEDED AND ARE SUBSTANTIATED BY AN ICC

REPORT.

G. WHERE THERE ARE CONNECTOR NAILING ALTERNATIVES LISTED IN THE

MANUFACTURER’S CATALOG, THE NAILING PROVIDING THE HIGHEST LOAD

CAPACITY SHALL BE USED.

5. GENERAL CONSTRUCTION REQUIREMENTS:

A. FRAMING PLANS INDICATE GENERAL LAYOUT AND DIMENSIONAL CONTROL ONLY.

REFER TO SHOP DRAWINGS FOR ENGINEERING AND ERECTION.

B. SILL PLATES SHALL HAVE 1/2”ø ANCHOR BOLTS WITH 7” EMBEDMENT SPACED NOT

MORE THAN 6’-0” ON CENTER, UNO. EACH PIECE SHALL HAVE 2 BOLTS MINIMUM

AND HAVE AN ANCHOR LOCATED 4” MINIMUM AND 12” MAXIMUM FROM THE END.

PLATE WASHERS SHALL BE A MINIMUM OF 3/16” THICK x 3”.

C. WHERE MULTIPLE JOISTS OR HEADERS OCCUR, THERE SHALL BE A SHOULDER

STUD FOR EACH PLY (IE - PROVIDE DOUBLE STUDS UNDER DOUBLE JOISTS).

D. SOLID-SAWN LUMBER BEAMS, RAFTERS AND JOISTS SHALL HAVE LATERAL

SUPPORT PREVENTING ROTATION OR DISPLACEMENT AS FOLLOWS BASED UPON

SPAN-TO-DEPTH RATIOS:

1) 2:1, NO LATERAL SUPPORT IS REQUIRED;

2) 3:1 OR 4:1, THE ENDS SHALL BE HELD IN POSITION BY FULL-DEPTH

BLOCKING, BRIDGING, NAILING OR BOLTING TO OTHER FRAMING MEMBERS;

3) 5:1, ONE EDGE SHALL BE HELD IN LINE FOR ITS ENTIRE LENGTH;

4) 6:1, FULL-DEPTH BLOCKING, BRIDGING OR CROSS BRACING SHALL BE

INSTALLED AT INTERVALS NOT EXCEEDING 8 FT UNLESS BOTH EDGES ARE

HELD IN LINE;

5) 7:1, BOTH EDGES SHALL BE HELD IN LINE FOR THE ENTIRE LENGTH.

E. ALL LUMBER, UNLESS NOTED, SHALL BE MILL SIZED AND SURFACED ON FOUR

SIDES AND SHALL BE STRAIGHT STOCK, FREE FROM WARP OR CUP AND SINGLE

LENGTH PIECES.

F. ALL ROUGH CARPENTRY SHALL PRODUCE JOINTS TRUE, TIGHT AND WELL NAILED

WITH MEMBERS ASSEMBLED IN ACCORDANCE WITH THE DRAWINGS AND ALL

PERTINENT BUILDING CODES. THE SHIMMING OF SILLS, JOISTS, SHORT STUDS,

TRIMMERS, HEADERS OR OTHER FRAMING MEMBERS SHALL NOT BE PERMITTED.

ALL WALLS AND PARTITIONS SHALL BE STRAIGHT, PLUMB AND ACCURATELY

LOCATED. CAREFULLY SELECT ALL STRUCTURAL MEMBERS SO KNOTS AND

OBVIOUS MINOR DEFECTS WILL NOT INTERFERE WITH MAKING SOUND

CONNECTIONS.

G. INSTALL ALL BLOCKING AS REQUIRED TO SUPPORT ALL ITEMS OF FINISH SUCH AS

BULKHEADS AND DOOR BUCKS. PROVIDE FIREBLOCKING TO CUT OFF ALL

CONCEALED DRAFT OPENINGS, BOTH VERTICAL AND HORIZONTAL, BETWEEN

CEILING AND FLOOR AREAS. VERIFY ALL REQUIRED BLOCKING WITH

ARCHITECTURAL DRAWINGS AND LOCAL BUILDING OFFICIAL.

H. ALL LUMBER AND PRODUCTS SHALL BE HANDLED AND STORED TO PREVENT

MARRING AND MOISTURE ABSORPTION FROM RAIN. NO DIRECT CONTACT WITH

THE GROUND IS PERMITTED.

I. ALL LUMBER EXPOSED TO WEATHER SHALL BE TREATED WOOD.

J. PROTECTION AGAINST DECAY AND TERMITES:

1) PLATES, SILLS AND SLEEPERS - WHEN IN DIRECT CONTACT WITH CONCRETE

OR MASONRY, SHALL BE TREATED WOOD. BOTTOM OF SILLS AT EXTERIOR

WALLS SHALL NOT BE LESS THAN 6” ABOVE OUTSIDE GRADE EXCEPT WHERE

GRADE IS PAVED OVER FOR 18” MINIMUM WIDTH AND DRAINING AWAY FROM

THE BUILDING. FOR THAT CONDITION, SILL MAY BE 2” ABOVE.

2) COLUMNS AND POSTS - IN AREAS EXPOSED TO WATER SPLASH AND

EXTERIOR CONDITIONS, COLUMN/POST SHALL BE SUPPORTED BY A METAL

CONNECTOR AND BE TREATED UNLESS BASE IS LIFTED 2” ABOVE THE

CONCRETE SLAB.

3) STRUCTURAL SUPPORTS OF BALCONIES, PORCHES OR SIMILAR

APPURTENANCES - WHEN MEMBERS ARE EXPOSED TO THE WEATHER

WITHOUT ADEQUATE ROOF PROTECTION PREVENTING WATER

ACCUMULATION, THEY SHALL BE TREATED WOOD.

4) MOISTURE CONTENT - WHEN WOOD IS PRESSURE TREATED WITH A

WATERBORNE PRESERVATIVE AND LOCATED IN ENCLOSED SPACES WHERE

DRYING IN SERVICE CANNOT READILY OCCUR, SUCH WOOD SHALL BE AT A

MOISTURE CONTENT OF 19% OR LESS BEFORE BEING COVERED.

K. UNLESS SPECIFICALLY SHOWN ON THESE PLANS, NO STRUCTURAL MEMBER

SHALL BE CUT, NEITHER DRILLED NOR NOTCHED, WITHOUT WRITTEN APPROVAL

FROM THE STRUCTURAL ENGINEER.

1) AT NON-BEARING STUDS: A HOLE NOT GREATER THAN 40% OF THE STUD

WIDTH MAY BE BORED. BORED HOLES NOT GREATER THAN 60% OF THE STUD

WIDTH ARE PERMITTED WHERE EACH BORED STUD IS DOUBLED, PROVIDED

NOT MORE THAN TWO SUCH SUCCESSIVE DOUBLE STUDS ARE SO BORED. IN

NO CASE SHALL THE EDGE OF THE BORE HOLE BE NEARER THAN 5/8” TO THE

STUD EDGE. BORE HOLES SHALL NOT BE LOCATED AT THE SAME SECTION IF

CUT OR NOTCHED.

L. ALL FRAMING APPLICABLE STANDARDS OR GRADING RULES SPECIFIED SHALL BE

SO IDENTIFIED BY THE GRADE MARK OR A CERTIFICATE OF INSPECTION BY AN

APPROVED AGENCY. ALL LUMBER AND PLYWOOD REQUIRED TO BE TREATED

WOOD SHALL BE IDENTIFIED BY THE QUALITY MARK OF AN APPROVED INSPECTION

AGENCY WHICH MAINTAINS CONTINUED SUPERVISION, TESTING AND INSPECTION

OVER THE QUALITY OF THE PRODUCT.

M. WALL STUD CONSTRUCTION IS DESIGNED TO BE BRACED BY THE WALL

SHEATHING (WOOD STRUCTURAL PANEL OR GYPSUM BOARD). CONTRACTOR TO

PROVIDE TEMPORARY BRACING, AS REQUIRED, UNTIL SHEATHING IS INSTALLED.

N. STRUCTURAL HEADERS OR OTHER STRUCTURAL COMPONENTS MAY BE

SUBSTITUTED UPON APPROVAL OF THE STRUCTURAL ENGINEER. SUPPLIER SHALL

PROVIDE SEALED DESIGN CALCULATIONS FOR THE COMPONENTS.

O. CONTRACTOR SHALL SUBMIT A COMPLETE SET OF SHOP DRAWINGS PREPARED

BY THE FABRICATOR/MANUFACTURER FOR REVIEW AND APPROVAL BY THE

ARCHITECT AND STRUCTURAL ENGINEER.

33533 W. Twelve Mile Rd.

Farmington Hills, Michigan 48331

(248) 932-3088

(248) 932-2010

Waterford Montessori Academy Midland Campus HVAC Improvements

Project. No. 1021

Bidding / For Permits: 12 July, 2021

S12

T

14'-6" 14'-6" 14'-6" 14'-6" 14'-6" 14'-6" 14'-6"

FULL DIMENSION

6" x10" CROSS

BEAMS TYP.

EXIST. ROOF DECK:

WOOD 2x6 T&G

TYP. IN ORIG.

BUILDING

3-1/2" x 9"

JOISTS TYP.

DOAS-3

WGT. = 3,100 LBS.

DOAS-2

WGT. = 3,100 LBS.

S32

ROOF FRAMING NOTES

1. SEE GENERAL NOTES FOR TYPICAL

REQUIREMENTS & INFORMATION.

2. ALL EXISTING CONDITIONS & DIMENSIONS

MUST BE FIELD VERIFIED BEFORE

FABRICATION & INSTALLATION BEGINS.

3. THE STRUCTURAL DESIGN SHOWN ON

PLAN AND IN DETAILS ASSUMES ALL

EXISTING BUIDING COMPONENTS ARE IN

GOOD CONDITION AND NO ROT,

DETERIORATION OR OTHER UNUSUAL

CONDITIONS ARE PRESENT.

4. NOTIFY ARCHITECT BEFORE PROCEEDING

IF ANY CONDITIONS NOTED ABOVE ARE

ENCOUNTERED.

33533 W. Twelve Mile Rd.

Farmington Hills, Michigan 48331

(248) 932-3088

(248) 932-2010

Waterford Montessori Academy Midland Campus HVAC Improvements

Project. No. 1021

Bidding / For Permits: 12 July, 2021

S30

Roof Plan - South

1/8" = 1'-0"

Roof Plan - South

STEEL BEAMS

AT HIGH ROOF

EDGE OF EXIST. BUILDING /

1967 ADDITION

A

D D

IT

IO

N O

R

IG

IN

A

L B

U

IL

D

IN

G

DOAS-1

WGT. = 3,900 LBS.

EQUIPMENT ENCLOSURE

AT GRADE

RTU-1

WGT. = 2,850 LBS.

EXIST. 14 GA. x

7 - 1/2" METAL

DECK

(3) HSS5x5x3/16

UNDER DECK

HIGH FLUTES

CONC. PAD

ON GRADE

S32

C8x11.5 VERT WALL

STRONGBACK

EXTEND 2'-6" ABOVE &

BELOW OPENINGS

FASTEN W/ 1/2"Ø

THREADED ROD, SET W/

HILTI HY-270 EPOXY, MIN

3" EMBED, @ 16" OC

USE SCREEN TUBE IF

CMU IS HOLLOW

LINTELS PER

(DH. REF.)

S50

S50

ROOF FRAMING NOTES

1. SEE GENERAL NOTES FOR TYPICAL

REQUIREMENTS & INFORMATION.

2. ALL EXISTING CONDITIONS & DIMENSIONS

MUST BE FIELD VERIFIED BEFORE

FABRICATION & INSTALLATION BEGINS.

3. THE STRUCTURAL DESIGN SHOWN ON

PLAN AND IN DETAILS ASSUMES ALL

EXISTING BUIDING COMPONENTS ARE IN

GOOD CONDITION AND NO ROT,

DETERIORATION OR OTHER UNUSUAL

CONDITIONS ARE PRESENT.

4. NOTIFY ARCHITECT BEFORE PROCEEDING

IF ANY CONDITIONS NOTED ABOVE ARE

ENCOUNTERED.

33533 W. Twelve Mile Rd.

Farmington Hills, Michigan 48331

(248) 932-3088

(248) 932-2010

Waterford Montessori Academy Midland Campus HVAC Improvements

Project. No. 1021

Bidding / For Permits: 12 July, 2021

S31

Roof Plan - North

1/8" = 1'-0"

Roof Plan - North

*93 9/32

*119 1/2

T T

*85 1/8

LVL 1 3/4" x 9"

EA. SIDE OF

EXIST. 4x10

TYP.

PROVIDE CONT. PL 3/16" x 6"

LAG SCREWED TO

BOT. OF 8x10 GIRDER

6x6 PRESSURE TREATED

SUPPORT FRAMING

ON TOP OF 2x6 DECKING

PROVIDE (3) A35 CLIPS

W/ 10d SHORT NAILS

EA. SIDE TYP.

6x6 ALIGNED W/

CURB W/ (2) A35

EA. END

FASTEN CORNERS

W/ (2) 1/2" Ø x 9"

LAG SCREWS TYP.

EXIST. 4x10 JOIST

BELOW TYP.

MAX.

2'-0" 1

S50

TYP. AT

WOOD

DECK

3" Ø STD. PIPE

STAND-OFF

HSS5x5x3/16 BEARING

ON TOP OF CMU WALL

& BELOW DECK

ALIGN W/ DECK HIGH FLUTE

L5x3x1/4 LLV

BELOW DECK

EA. SIDE OPENING

HSS3x3x3/16"

CURB SUPPORT

FRAME

S50

33533 W. Twelve Mile Rd.

Farmington Hills, Michigan 48331

(248) 932-3088

(248) 932-2010

Waterford Montessori Academy Midland Campus HVAC Improvements

Project. No. 1021

Bidding / For Permits: 12 July, 2021

S32

Enlarged Plans

3/8" = 1'-0"

ROOF PLAN - SOUTH

3/8" = 1'-0"

ROOF PLAN - NORTH

ROOF T.O. DECK

EL (15'-0")

3" 1 1/2"

4"

END OF LVL DUCT OPENING

RTU

SEE PLAN

CURB

EXIST 2x6 DECKING

EXIST TOP FLANGE

JOIST HANGERS TYP

3/4" PRESSURE-TREATED

PLYWOOD, FASTEN W/8d

HDG NAILS @ 6" OC EDGE,

12" OC FIELD

A35 CLIP W/ 10d SHORT

TYP

1'-0"

(2) SCREWS EA SIDE AT

ENDS & BELOW CURB

(2) ROWS SCREWS

@ 24" OC, STAGGERED

TYP EA SIDE

CORRIDOR WALL

SIMPSON SDS 1/4x4 1/2"

SCREWS TYP

LVL 1 3/4 x 9 1/4" EA SIDE

EXIST 3 1/2 x 9" JOIST TYP

(2) ROWS 3/4"Ø x 6"

LAG SCREWS

CONT PL 1/4 x 6"

TYP

1" OFFSET

1B

SECTION

REFLECTED PLAN1B

ROOF T.O. DECK

EL (15'-0")

RTU

SEE PLAN

CURB

M E

P

C O

O R

D W

HSS3x3x3/16

CURB SUPPORT

CAP PL 4" SQ

3/16

ACCES HOLE IN

EXIST DECK

EXIST 7 1/2" x 14 GA

LONG SPAN DECK

HSS5x5x3/16

1/4

2"

EA. SIDE, NS &

FS

1/2"

3"Ø STD

PIPE

3/16

/2

CAP PL 1/4"

EXIST CONT

BEARING PL

EXIST CMU

WALL

L3 1/2x3 1/2x1/4

LOOSE BRICK

LINTEL TYP

EXISTING CMU WALL

L4x4x1/4, SLOT IN TO

MORTAR JOINT W/ MIN

6" BEARING EA END,

BOTH SIDES, BEFORE

OPENING DEMO

EXIST BRICK

ADD CONT PL 1/4"

3/16 3@12

M

IN

1'-0"

#4 @ 12" OC

EA WAY, TOP & BOTT

CONT #5

TOP & BOTT

#5 VERT @ 12" OC

33533 W. Twelve Mile Rd.

Farmington Hills, Michigan 48331

(248) 932-3088

(248) 932-2010

Waterford Montessori Academy Midland Campus HVAC Improvements

Project. No. 1021

Bidding / For Permits: 12 July, 2021

S50

Typical Details

1" = 1'-0"

SECTION AT RTU ON WOOD DECK

1 1/2" = 1'-0"

RTU AT STEEL DECK

3/4" = 1'-0"

DOUBLE ANGLE LINTEL

DETAIL AT EXISTING

3/4" = 1'-0"

EQUIPMENT PAD ON GRADE